[2]The
Contractormay use 701.09,
Type I(SM) only between April 1 to October 1 and when 705.10 air-entraining admixture is
added at the mixer.Do not use Type
I(SM) with Options 1 and 3 or with any Class HP concrete.

[5]Admixturesshall contain no more than 50 parts per million
chloride ions by weight of cement.

For concrete, use water free from sewage, oil,
acid, strong alkalies, vegetable matter, clay, and
loam.Potable water is satisfactory for
use in concrete.

499.03Proportioning.Proportioning of the concrete mixtures contained
in this section is based on a predetermined cement content.Except as otherwise provided below, the yield
calculation determines if the specified weight of cement is contained in each
cubic yard (cubic meter) of concrete.Ensure that the yield is within 1 percent of the theoretical yieldin cubic feet (m3) detailed in the
mix design tables.Do not exceed the
maximum specified water-cement (or water-cementitious)
ratio.

A.Slump.

1.Classes
C, F, and S Concrete.Maintain slump for Classes C,
F, and S concrete within the nominal slump range in Table 499.03-1.If below the maximum water-cement ratio, then
adjust the quantity of water to meet slump requirements.Do not use concrete with a slump greater than
the maximum shown in Table 499.03-1.When the slump exceeds the nominal slump limit but is below the maximum
limit, the Contractormay use an occasional load of concrete in this
condition, provided the mixture of succeeding loads is immediately adjusted to
reduce the slump to within the nominal range.Conduct tests on the plastic concrete for pavement at the point of
placement or at an Engineer-designated location.

[1]This nominal
slump may be increased to 6 inches (150 mm), provided the increase in slump
is achieved by adding a chemical admixture conforming to the requirements of 705.12, Type F or G.

[2]This maximum
slump may be increased to 7 inches (180 mm), provided the increase in slump
is achieved by adding a chemical admixture conforming to the requirements of 705.12, Type F or G.

2.High
Performance Concrete(Classes HP1, HP2, HP3, and HP4).Provide a maximum concrete slump of 8 inches
(200 mm) at the placement site for all HP Classes.Conduct tests for structure concrete on
concrete samples obtained from the point of placement in the forms.

B.Air Content.Ensure
that the air content in all concrete at the point of placement is within the
percentage range specified in the ConcreteTables.

C.ConcreteClasses.Using the Concrete Tables, the Engineerwill determine the weights of fine and coarse
aggregate. The Concrete Table aggregate weights were calculated using the
following Saturated Surface Dry (SSD) specific gravities: natural sand and
gravel 2.62, limestone sand 2.68, limestone 2.65, and slag 2.30. The assumed
specific gravities of portland cement, fly ash,
ground granulated blast furnace slag and micro-silica are 3.15, 2.30, 2.90 and
2.20, respectively. For aggregates with specific gravities differing more than
±0.02 from these, the Engineer will adjust the table design weights as
specified in 499.03.D.3.

If high early strength concrete
is specified, the Contractormay use high early strength cement, additional cement, approved chemical admixtures, or a combination
of these materials to achieve a modulus of rupture
of 600 pounds per square inch (4.2 MPa) in 3
days or less.If high early strength concrete
is not specified, but is desirable to expedite the work, the Contractor may use
these same materials at no additional cost to the Department.Do not waive concrete curing periods
specified for the item of work in which the concrete is used.

The concrete proportioning is based on developing aconcrete
compressive strength at 28 days of 4000 pounds per square inch (28.0 MPa) for Class C, 3000 pounds per square inch (21.0 MPa) for Class F and 4500 pounds per square inch (31.0 MPa) for Class S.

Provide
8-inch (200 mm) maximum slump concrete at placement site for all Class HP
concrete mixes[1]Provide concrete
with an air content of 7 ± 2%

Class HP1 (Fly Ash)

Aggregate

Type

Fine

Aggregate

lb (kg)

#8 Coarse

Aggregate

lb (kg)

Cement[2]

Content

lb (kg)

Fly Ash [3]

lb (kg)

Water-CM

Ratio

Maximum [4]

Design Yield

Cubic Feet (m3)

Gravel

1310(777)

1470(872)

530 (314)

170 (101)

0.38

27.04 (1.00)

Limestone

1310(777)

1480(878)

530 (314)

170 (101)

0.38

27.00 (1.00)

Slag

1310(777)

1290(765)

530 (314)

170 (101)

0.38

27.03 (1.00)

Class HP2 (GGBF
Slag)

Aggregate

Type

Fine

Aggregate

lb (kg)

#8 Coarse

Aggregate

lb (kg)

Cement[2]

Content

lb (kg)

GGBF

Slag

lb (kg)

Water-CM

Ratio

Maximum [4]

Design Yield

Cubic Feet (m3)

Gravel

1330(789)

1480 (878)

490 (291)

210 (125)

0.38

26.99 (1.00)

Limestone

1335 (792)

1495 (887)

490 (291)

210 (125)

0.38

27.01 (1.00)

Slag

1335 (792)

1295 (768)

490 (291)

210 (125)

0.38

27.00 (1.00)

Class HP3 (Fly Ash
+ Microsilica)

Aggregate

Type

Fine

Aggregate

lb (kg)

#8 Coarse

Aggregate

lb (kg)

Cement[2]

Content

lb (kg)

Fly Ash[3]

lb (kg)

Micro-

silica

lb (kg)

Water- CM

Ratio

Maximum [4]

Design Yield

Cubic Feet (m3)

Gravel

1340(795)

1460(866)

480 (285)

150 (89)

30 (18)

0.40

27.01 (1.00)

Limestone

1350(801)

1480(878)

480 (285)

150 (89)

30 (18)

0.40

27.03 (1.00)

Slag

1340(795)

1290(765)

480 (285)

150 (89)

30 (18)

0.40

27.01 (1.00)

Class HP4 (GGBF
Slag+ Microsilica)

Aggregate
Type

Fine

Aggregate

lb (kg)

#8 Coarse

Aggregate

lb (kg)

Cement[2]

Content

lb (kg)

GGBF

Slag

lb (kg)

Micro-silica

lb (kg)

Water-CM

Ratio

Maximum [4]

Design Yield

Cubic Feet (m3)

Gravel

1370 (813)

1475 (875)

440 (261)

190 (113)

30 (18)

0.40

27.03 (1.00)

Limestone

1370 (813)

1490 (884)

440 (261)

190 (113)

30 (18)

0.40

27.02 (1.00)

Slag

1370 (813)

1290 (765)

440 (261)

190 (113)

30 (18)

0.40

27.00 (1.00)

[1]Use a high range water reducer, conforming to 705.12, Type
F or G and approved by the Laboratory, to achieve the desired slump at the
specified water cement ratio.The
probability of higher than normal dosage rates of the Types F and G
admixtures is likely.The need for
chemical admixtures or aggregates or both, different from the Contractor’s normal sources is a
distinct possibility.Add a Type A or
D chemical admixture, conforming to 705.12 to the concrete at the plant.Add the majority of the water reducer at the
plant.

1.Adjust the proportions of coarse and fine
aggregate to provide the maximum amount of coarse aggregate possible and still
provide a workable and finishable mix.The Contractormay modify the mixes shown by adjusting the coarse
and fine aggregates up to 100 pounds (50 kg) each, unless otherwise approved by
the Engineer.

2.Provide the coarse aggregate with a
moisture content above the saturated surface dry (SSD) condition immediately
prior to batching. Maintain the cement content and ensure that the maximum
water cement ratio is not exceeded.

3.Remove all wash water by reversing each
truck drum at the plant immediately prior to reloading.

4.Add and mix a Type F or G admixture
according to the manufacturer’s recommendations.Furnish a volumetric dispenser for the Type F
or G admixture or ensure that there is a gage on each truck-mounted Type F or G
admixture dispensing tank.If Type F or
G admixture is added at the job site, mix the load for a minimum of 5 minutes
at mixing speed.

5.The Engineerwill reject concrete loads, if during
placement of any concrete, cement or microsilica
balling is observed.Revise the mixing
process and/or loading sequence to prevent further balling.

6.If
slump loss occurs before placement of the concrete, the concrete may be “replasticized” with the admixture to restore
plasticity.The Engineerwill recheck the slump range and air content
to ensure conformance to the specifications.If after “replasticizing” the components of
the load are segregated, the Department will reject the load.Completely discharge the concrete from each
delivery truck within 90 minutes after combining the water and the cementitious material.

7.Perform
sufficient advance testing to ensure conformance with this specification before
placing the concrete.

8.Sampling
and testing for air content and slump will be measured at the point of
placement in the forms.

9.Prior to placing Class HP
concrete mixes, obtain and present to the Engineera written statement from the manufacturers of the
chemical admixtures to be used in the
concrete verifying the compatibility of the combination of materials and the
sequence in which they are combined.The
manufacturers will further designate a technical representative from its
company or the ready-mix concrete supplier to be in charge of the dispensing of
the admixture products.The technical
representatives will act in an advisory capacity and will report to the
Contractorand the Engineer any operations and procedures
which are considered by the representative as being detrimental to the
integrity of the placement.The
manufacturer’s technical representative will be present during concrete
placement unless waived by the Engineer.

10.Class
HP ConcreteBlended CementOptions conforming to Supplement
1086 may be used as alternate mix designs.

D.ConcreteMix Adjustments.At any time during the concrete placement,
the Engineermay vary the relative weights of fine and
coarse aggregate from the relative weights determined from Table 499.03-1
through Table 499.03-4 in order to ensure a workable mix within the slump range
and to control the yield.However, do
not change the total weight of aggregate per cubic yard (cubic meter) except,
as allowed by the following conditions.

1.Correct
SSD aggregate weights described above to compensate for moisture contained in
the aggregates at the time of use.

2.If it
is impossible to prepare concrete of the proper consistency without exceeding
the specified maximum water/cement ratio, use a water-reducing admixture
conforming to 705.12 or increase the cement content.Adjust the absolute volume of the aggregates
if the cement content is increased.The
Department will not provide additional compensation for the admixture or
additional cement required by this adjustment.

3.If,
during the work, the specific gravity of an aggregate changes more than ±0.02
from those specified in 499.03.C, adjust the design weight to conform to the
new specific gravity.

4.Make
unit weight determinations in order to calculate and maintain the yield
according to ASTM C
138.Based on these determinations,
adjust the batch weights when necessary.Maintain the specified cement content within a tolerance of ±1
percent and do not exceed the maximum water-cement ratio.

5.Adjust
the amount of water added at the mixer based on the moisture contained in the
aggregate and the moisture that the aggregates will absorb.

499.04ProportioningOptions for Portland CementConcrete.The Contractormay substitute one of the following options
for each respective class of concrete given in Table 499.03-2 and Table
499.03-3.Use the same air content
specified in Table 499.03-2 and Table 499.03-3.Comply with slump requirements of Table 499.03-1.

Submit requests to use any of the following
optional mix designs to the Engineerfor approval before use.The SSD weights specified in Table 499.04-1
through Table 499.04-3 were calculated using the specific gravities in
499.03.C.Make adjustments to the mix
design when specific gravities differ by more than ±0.02.Make other adjustments allowed in 499.03.D
and approved by the Engineer.

Do not use option mixes in concrete mixes designed
or intended to obtain high early strength.

The following option mixes only apply to Classes
C, S, and F concrete mixes.

B.ProportioningOption 2.If an approved water-reducing admixture conforming to 705.12, Type A or
D is used at the manufacturer’s recommended dosage, reduce the cement content
of the Standard Class C, F, or S concrete mixes by 50 pounds per cubic yard (30
kg/m3), and substitute an equivalent volume of aggregate.

C.ProportioningOption 3.Reduce the cement content of standard Class C, F, or S concrete mixes by
50 pounds per cubic yard (30 kg/m3) and use an approved
water-reducing admixture conforming to 705.12,
Type A or D at the manufacturer’s recommended dosage.Substitute an equivalent volume of aggregate
for the cement reduction.The remaining
cement content is proportioned, by weight, of a minimum of 70 percent 701.04 or 701.01portland cement and a maximum of 30 percent ground
granulated blast furnace slag (GGBFS), conforming to 701.11.Basethe water-cementitious
(water-cm) ratio on the combined weight of the cement and the GGBFS.

Restrict the use of
coarse aggregate in portland
cement concrete pavements according to 703.13.

Use compatible admixtures in the concrete mixture,
and dispense admixtures according to manufacturer’s recommendations.

If portland
cement with fly ash as an additive is used
as described under Option 1 or if ground granulated blast furnace slag is used
under Option 3, only use the mix designs between April 1 and October 15 unless
otherwise authorized by the Director.These date restrictions do not apply to Class HP concrete mixes.If Option 1 is used and the nominal concrete
temperature exceeds 75 °F (24 °C), use an approved set-retarding admixture conforming
to 705.12, Type B or D.If Option 2 or 3 is used and the nominal
concrete temperature exceeds 75 °F (24 °C), use an approved water-reducing, set-retarding
admixture conforming to 705.12, Type
D.Unless otherwise authorized by the
Engineer, use only one source of fly
ash or GGBFS in any one structure.Store
bulk fly ash and GGBFS in waterproof bins.

499.05Additional Classes of Concretefor Rigid Replacement.Proportion
the concrete materials to conform to the requirements of each class of full
depth rigid pavement removal and rigid replacement concrete specified.Use any one of the following coarse aggregate
sizes:No. 57, 6, 67, 7, 78, or 8.Use
an entrained air content of 8 ± 2 percent with No. 7, 78, or 8 size coarse
aggregate.Otherwise, use an entrained
air content of 6 ±
2 percent.

The Engineerwill base approval of the concrete mix design
on submitted proportions and the requirements of this item.

A.Class
FS.This class is a
fast-setting portland cement concrete for accelerated
setting and strength development.Use a
minimum cement content of 900 pounds per cubic yard (534 kg/m3) and
a maximum water-cement ratio of 0.40.Open the rigid replacement
to traffic 4 hours after the concrete is placed provided that test beams have a
modulus of rupture of 400 pounds per square inch (2.8 MPa).

Use an admixture conforming to 705.12, Type B or D, according to
manufacturer’s recommendations to keep the concrete plastic until the surface
can be textured.

Just before placement, add and mix calcium chloride
with each batch of concrete.If using
calcium chloride with 94 to 97 percent purity, add 1.6 percent by weight of the
cement.If using calcium chloride with
70 to 80 percent purity, add 2.0 percent by weight of the cement.When using a calcium chloride and water
solution, consider the water as part of the concrete mixing water and make
appropriate adjustments for its inclusion in the total concrete mixture.

Use any other approved accelerating admixture at the
dosage rate per cubic yard (cubic meter) recommended by the manufacturer,
provided the accelerating mixture produces the required strength.

Immediately after applying the curing compound,
cover the replacement concrete with polyethylene sheeting and with
building board according to ASTM C 208.Wrap the building board in black polyethylene
sheeting, place the building board tight against the surrounding concrete, and
weigh down the board to protect the fresh concrete from the weather.

B.Class
MS.This class is a
moderate-setting portland cement concrete for
accelerated strength development.Use a
minimum cement content of 800 pounds per cubic yard (475 kg/m3) and
a maximum water-cement ratio of 0.43.Open the rigid replacement to traffic 24 hours after concrete is placed
provided that test beams have attained a modulus of rupture of 400 pounds per
square inch (2.8 MPa).

499.06Equipment.Provide batching and mixing
equipment meeting the following requirements:

A.Batching Plants.Operate each plant so that
aggregate materials are not segregated and there is no intermingling of the
materials before batching.Use weighing
mechanisms that allow a visible means of checking weights and produce a printed
record.Use dispensing mechanisms for
water and admixtures that allow a
visible means of checking quantities and produce a printed record.

Use cement and aggregate
weighing mechanisms that are accurate to within ±0.5 percent of the correct
weight.Ensure that devices for weighing
or metering water are accurate to ±1.0 percent throughout the range used.

Maintain a certification
from a Sealerof Weights and Measures or a scale servicing
company attesting to the accuracy of the weighing and metering devices.Have this service performed within a 12-month
period before use of the plant.A
Certificate of Performance issued by the National Ready Mixed ConcreteAssociation may be used instead of the Sealer
of Weights and Measures or a scale servicing company.

Maintain the services of
a scale servicing company or ten standard test weights to reach a capacity of
500 pounds (227 kg) for testing the weighing devices at the batch
plant.The Ohio Department of
Agriculture will seal all device-testing weights every 3 years.

The Engineerwill test weighing and dispensing devices as
often as deemed necessary to ensure continued accuracy.

For bodies of non-agitating concrete hauling
equipment, provide smooth, mortar-tight, metal containers capable of
discharging the concrete at a satisfactory controlled rate without
segregation.Provide covers when
required by the Engineer.The Engineer will allow trucks having dump
bodies with rounded corners and no internal ribs or projections for
non-agitating hauling.

499.07Handling, Measuring, and Batching Materials.Do not stockpile aggregates from different
sources or different gradations together.The Engineermay direct reworking or cleaning, or may
reject aggregates that have become segregated or mixed with earth or foreign
material.Maintain coarse aggregate with
a uniform moisture content.

Separately weigh the amounts of fine aggregate and
coarse aggregate, as determined by the Engineerand outlined in 499.03.Use a separate weighing device for cementitious materials.

Conduct batching such that the weight of cement is
within a tolerance of ±1.0 of the weight required and the weight of each
aggregate batched is within ±2.0 percent of the weight required.Measure water by weight or volume to within a
tolerance of ±1.0
percent of the required amount.Dispense
admixtures to within a tolerance of ±3.0 percent of the required amount.

The Engineerwill approve methods and equipment used to add
admixtures into the batch.Add
air-entraining admixture at the time of batching.

499.08Batch Plant Tickets.Furnish a concrete batch plant ticket to
the Engineerfor each load of concrete delivered for use on
the project.Use handwritten, computer
generated, or a combination of computer generated and handwritten batch
tickets.At a minimum, include the
information listed in Table 499.08-1 on each ticket:

TABLE 499.08-1EVERY BATCH TICKET

Name of ready-mix batch plant

Batch plant No.

Batch plant location

Serial number of ticket

Date

Truck number

Class of concrete

JMF Number

Time the load was batched

Size of batch

yd3 (m3)

Actual weights of cementitious
material:

Cement

lb (kg)

Fly ash

lb (kg)

Ground granulated
blast furnace slag

lb (kg)

Microsilica

lb (kg)

Other

lb (kg)

Actual weights of aggregates:

Coarse

lb (kg)

Fine

lb (kg)

Other

lb (kg)

Actual weight of water

lb (kg)

Actual volume of admixtures:

Air-entrainer

fl oz (mL)

Superplasticizer

fl oz (mL)

Water-reducer

fl oz (mL)

Retarder

fl oz (mL)

Other

fl oz (mL)

Aggregatemoisture contents:

Coarse aggregate

%

Fine aggregate

%

Water-cement ratio, leaving the plant

Provide the information in
Table 499.08-2 with batch tickets for each day’s first load of concrete and for
each JMF.Include Table 499.08-2
information on the batch ticket or furnish the information on a separate
computer-generated or handwritten form attached to the batch ticket.

If during the concrete manufacturing process any
of the information listed in Table 499.08-2 changes, resubmit Table 499.08-2
information with the first batch ticket supplied with the changed concrete.

When using a central mix plant, mix the concrete
for not less than 60 seconds.Begin the
mixing time when all materials are in the drum and end the mixing time when
discharge begins.Include transfer time
in multiple drum mixers in the mixing time.Remove the contents of an individual mixer drum before a succeeding
batch is emptied into the drum.

When concrete is mixed using a truck mixer for
complete mixing, mix each batch of concrete at the rotation rate designated on
the mixer as mixing speed for not less than 70 revolutions of the drum.Transport mixed concrete from the central
mixers in truck mixers, truck agitators, or trucks having non-agitating
bodies.Within 60 minutes after cement
and water are combined, deliver and completely discharge concrete.If an approved set-retarding (705.12, Type B) or water-reducing and
set-retarding (705.12, Type D or G)
admixture is used at no expense to the Department, complete discharge within 90
minutes after combining the water and the cement.

When concrete is delivered in transit mixers and
before discharging any of a batch, the Engineermay allow adding water within the specified
water-cement ratio limits.Perform
sufficient mixing, a minimum of 30 revolutions at mixing speed, to adjust the
slump and to regenerate the specified air content throughout the batch.Adding water will not extend the above 60 and
90-minute time limitations.

When approved by the Engineer, the Contractormay use approved admixtures (705.12, Type F or G) for retempering
the load to adjust the slump after the start of discharge.Mix for a minimum of 30 revolutions at mixing
speed after addition of the admixture.

Use admixtures containing no more than 50 parts
per million chloride by weight of cement only when specified in the Contract
Documents or with the Engineer’s written permission.

The procedure to make and test concrete beams for the modulus
of rupture is Supplement
1023.

Until discharged in the work, ensure that the
temperature of all concrete does not exceed 90 °F (32 °C).